CN104120731B - A kind of tunnel subsidence protector and construction method thereof - Google Patents
A kind of tunnel subsidence protector and construction method thereof Download PDFInfo
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- CN104120731B CN104120731B CN201410367620.9A CN201410367620A CN104120731B CN 104120731 B CN104120731 B CN 104120731B CN 201410367620 A CN201410367620 A CN 201410367620A CN 104120731 B CN104120731 B CN 104120731B
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Abstract
The first object of the present invention is to provide a kind of tunnel subsidence protector, comprises protection single-piece; Protection single-piece comprises pile foundation, brace summer, draw-gear and supporting member; The shape of supporting member and the inwall of tunnel lining structure suitable; Pile foundation comprises the first single-piece and the second single-piece that are arranged on tunnel lining structure both sides, and the two ends of brace summer are separately positioned in the first single-piece and the second single-piece; First single-piece and the second single-piece are 1-10 rice to the minimum perpendicular distance of the inwall of tunnel lining structure; The upper end of draw-gear is fixed on brace summer, and its lower end is run through tunnel lining structure and is fixed on supporting member.Overall structure of the present invention is simplified; The resistance to overturning of tunnel lining structure when perforate and in follow-up operation can be guaranteed, effectively solve the problem of tunnel at soft layer location long-term settlement, reduce maintenance cost.The second object of the present invention is the construction method providing a kind of tunnel subsidence protector, and easy construction is practical.
Description
Technical field
The present invention relates to underground construction technical field, especially, relate to a kind of tunnel subsidence protector and construction method thereof.
Background technology
Along with technically development, construction of tunnel is more and more common in actual life, especially in recent years the rise of subway, and increasing metropolis is all using subway as core communications and transportation.
The current tunnel great majority of China are built in soft layer area, and in recent years, the sedimentation phenomenon of weak soil subway tunnel in running causes the attention of people day by day.From operation, smooth, the traffic safety that tunnel subsidence can affect track and the comfortableness taken, and the relative settlement in tunnel has a strong impact on the traffic safety of train.To be built in the Shanghai Underground I line in soft foundation, since formally building up and put into effect April nineteen ninety-five, occurred more serious Longitudinal Settlement, largest cumulative settling amount is more than 30cm, and annual maximum difference settling amount can reach 3cm.Therefore, the measure fundamentally solving problems is inquired into particularly urgent.
Existingly prevent the measure of tunnel subsidence as follows:
Application number is that the Chinese invention patent " one carries out deep big foundation pit construction method and anti-deforming structure above operation tunnel " of 200410015918.X discloses one when carrying out deep big foundation pit excavation on operation tactics top, by playing uplift pile in the interval both sides of operation tunnel, excavation is arranged or pouring structure base plate between resistance to plucking row of piles to during uplift pile top, and resistance to plucking row of piles and structure base slab are effectively connected the technical scheme preventing the off-load of tunnel upper soil excavation from causing tunnel deformation.The operation tunnel distortion that this technical scheme causes mainly for local excavation's off-load, and in the relative settlement that the factors such as train cyclic loading cause, positive effect be there is no in iron tunnel over long distances for punishment Soft Soil Districts; And structure base slab can only be built above operation tunnel in this method, and after can only completing with open cut, then build base plate, this also increases its unloading stress value while causing the increase of engineering quantity, unfavorable to the safety and stablization of operation tunnel.
Application number be 201210242059.2 Chinese invention patent " construction method of a kind of anchorage cable method punishment operation tactics sedimentation " propose a kind ofly below operation tactics, to arrange prestress anchorage cable system construction thing, the method belongs to no-excavation construction method, engineering quantity is few, little on the impact of Adjacent Buildings etc., also impact can not be brought on the normal operation of subway tunnel during construction, but construction technology relative complex, simultaneously, realize the effect that prestress anchorage cable controls subway tunnel bottom, need the strict position relationship controlling prestress anchorage cable and tunnel bottom, and prestressed loss factor significantly increases, therefore, the method all needs to be inquired into for construction with to the effect of tunnel long-term control sedimentation.
Application number be 201210199845.9 Chinese invention patent " a kind of operation tactics subsidence control method " disclose and excavate vertical active well to tunnel bottom elevation in operation tactics both sides, then in the active well of both sides, bored pile or prestressing pipe pile construction is carried out, then at the bottom of tunnel, elevation place builds up transverse reinforcement concrete head piece, operation tactics door shape braced structures is formed, last backfilling working well together with the bored pile of this beam and both sides or pile for prestressed pipe.Application number is that duct pieces of shield tunnel is embedded in soil by the Chinese patent employing of " a kind of soft foundation shield tunnel subsidence controls steel sleeve grouting and reinforcing device " of 201310554187.5, grouting equipment is placed in duct pieces of shield tunnel, the one end of the steel sleeve be connected into by multiple TAM unit strings is embedded vertically in soil, described steel sleeve bottom is provided with pile top, the upper end of steel sleeve is connected with connector through the injected hole on duct pieces of shield tunnel, and connector is fixed on duct pieces of shield tunnel inwall; One end of Grouting Pipe is connected with grouting equipment, and the other end of Grouting Pipe inserts in described steel sleeve.These two kinds of modes can play anti-settling effect to a certain extent, but construction is very inconvenient, and cost is high.
Tunnel subsidence affects by many factors, and preliminary analysis and research show, the factors effecting settlement of built weak soil subway sectional tunnel mainly comprises the following aspects: under (1) tunnel, Soft Soil Layer is softening under Long-term Vibration load action causes sedimentation; (2) impact of tunnel adjacent building construction activities; (3) tunnel upper increases ground load; (4) SEA LEVEL VARIATION on stratum residing for tunnel; (5) tunnel and active well, the relative settlement of junction, station; (6) damaging property of soil layer soil erosion longitudinal strain under running tunnel.
Existing technology there is no method and effectively controls the operation relative settlement of tunnel, Soft Soil Districts; If fundamentally can propose a kind of solution tunnel relative settlement, also can improve the supporting capacity of soft, weak soil layer, reduce tunnel upper ground load to the impact in tunnel, tool is of great significance simultaneously.
Summary of the invention
The first object of the present invention is to provide a kind of structure to simplify, can strengthen the supporting capacity of soft foundation near operation tunnel, effectively can solve tunnel at the problem of soft layer location long-term settlement and the low tunnel subsidence protector of maintenance cost, the construction of this device belongs to trenchless technology, and concrete technical scheme is as follows:
A kind of tunnel subsidence protector, comprises single or at least two protection single-pieces, is connected or separate setting between adjacent two protection single-pieces;
Described protection single-piece comprises pile foundation, brace summer, draw-gear and supporting member;
The shape of described supporting member and the inwall of tunnel lining structure suitable; In the plane of the axis perpendicular to tunnel lining structure, the projection Len got of described supporting member is 1/1 to two/5th of the projection Len got of the inwall of tunnel lining structure;
Described pile foundation comprises the first single-piece and the second single-piece that are arranged on tunnel lining structure both sides, and the two ends of described brace summer are separately positioned in described first single-piece and the second single-piece; Described first single-piece and the second single-piece are 1-10 rice to the minimum perpendicular distance of the inwall of tunnel lining structure;
The upper end of described draw-gear is fixed on described brace summer, and its lower end is run through tunnel lining structure and is fixed on described supporting member;
Angle between the line of the center of described first single-piece and the center of described second single-piece and the axis of tunnel lining structure is 20-90 °.
Preferred in above technical scheme, the distance between adjacent two described protection single-pieces is 10-500 rice.
Preferred in above technical scheme, described brace summer is precast support beam or cast-in-situ steel reinforced concrete brace summer.
Preferred in above technical scheme, described first single-piece and described second single-piece are single pile or a clump of piles, and the connected mode between both and described brace summer be affixed, hinged and half affixed in one or more.
Preferred in above technical scheme, described draw-gear is at least one steel strand, and the diameter of described steel strand is 10-50 centimetre.
Preferred in above technical scheme, the upper end of described draw-gear is fixed on described brace summer by ground tackle; Described supporting member is bolted on the inwall in tunnel.
Preferred in above technical scheme, described tunnel lining structure is provided with the first through hole, described supporting member is provided with second through hole corresponding with described first through hole, and the lower end of described draw-gear runs through described first through hole successively by the first fixed part and the second through hole is arranged; Described first fixed part comprises the first ground tackle, variable cross-section rubber washer and waterproof mortar course, described first ground tackle is arranged on the end face of the lower end of described draw-gear, the upper surface of described first ground tackle is provided with described variable cross-section rubber washer, and described variable cross-section rubber washer and described draw-gear concentric are arranged; Described waterproof mortar course is equipped with between described draw-gear and described supporting member and between described draw-gear and tunnel lining structure.
Preferred in above technical scheme, described tunnel lining structure is provided with the first through hole, and described supporting member is provided with the base towards tunnel lining structure center, and described supporting member and described base are formed in one structure; Described base is positioned at immediately below described first through hole, and which is provided with the third through-hole corresponding with described first through hole, and the lower end of described draw-gear runs through described first through hole and third through-hole successively, and its end is provided with the second ground tackle.
Apply tunnel subsidence protector of the present invention, there is following technique effect:
(1) tunnel subsidence protector of the present invention comprises one or more protection single-piece, and multiple protection single-piece can independently be arranged also can be interconnected setting, meets the different needs, practical; Protection single-piece comprises pile foundation, brace summer, draw-gear and supporting member, and overall structure is simplified; Supporting member is fixed on the inwall of tunnel lining structure, the lower end of draw-gear is fixed on supporting member, upper end is fixed on and combines on the load parts that formed by pile foundation and brace summer, the design of load parts and the selection of position thereof, both can bear the pulling force of draw-gear, the supporting capacity of soft foundation near operation tunnel can have been strengthened again; The inwall of supporting member and tunnel lining structure fits tightly, in conjunction with the design of its size and structure, the resistance to overturning of tunnel lining structure when perforate and in follow-up operation can be ensured, thus effectively solve tunnel in the problem of soft layer location long-term settlement, greatly reduce its maintenance cost.
(2) distance in the present invention between adjacent two protection single-pieces is 10-500 rice, guarantees the stability of tunnel entirety.
(3) in the present invention, brace summer is precast support beam or cast-in-situ steel reinforced concrete brace summer, can select, convenient construction according to actual conditions, practical.
(4) in the present invention, the first single-piece and described second single-piece are single pile or a clump of piles, and the connected mode between itself and brace summer be affixed, hinged and half affixed in one or more, easy for installation, and fastness is good, practical.
(5) draw-gear to be at least one diameter the be steel strand of 10-50 centimetre in the present invention, parts easily obtain, and load is effective; The upper end of draw-gear is fixed on brace summer by ground tackle, and supporting member is bolted on the inwall in tunnel, easy for installation, and fastness is good.
(6) mode that in the present invention, the lower end of draw-gear is fixed can select various ways to be fixed, such as adopt the first ground tackle, variable cross-section rubber washer and waterproof mortar course combination or with the supporting member of base and the combination of the second ground tackle, Groundwater infiltration tunnel lining structure can be prevented inner, the pulling force of draw-gear can be born again and bear soil body load near operation tunnel and, to its active force, guarantee the integrally-built stability in tunnel.
The second object of the present invention discloses a kind of construction method of above-mentioned tunnel subsidence protector, comprises following step:
The first step: construction stake basis, pile foundation adopts preformed pile or castinplace pile, is specially: the ground location verifying region, tunnel, determines construction location, and castinplace pile of constructing in both sides, tunnel is to projected depth or squeeze into preformed pile to projected depth;
Second step: fixed support component, is fixed on the inwall of tunnel lining structure by the supporting member with the second through hole or third through-hole;
3rd step: tunnel lining structure opens the first through hole, carries out out the first through hole by tunnel lining structure, described first through hole is positioned at directly over described second through hole or third through-hole;
4th step: draw-gear is constructed, described brace summer is run through in the upper end of draw-gear, its lower end is run through successively the first through hole and the second through hole, and be fixed by the first ground tackle and variable cross-section rubber washer, slip casting in first through hole and the second through hole is carried out filling and form waterproof mortar course, then prestressed stretch-draw is carried out, after proof stress to be tensioned reaches and stablizes, by ground tackle, the upper end of draw-gear is fixed on described brace summer, or its lower end is run through the first through hole and third through-hole successively, and be fixed by the second ground tackle, then prestressed stretch-draw is carried out, after proof stress to be tensioned reaches and stablizes, by ground tackle, the upper end of draw-gear is fixed on described brace summer.
Preferred in above technical scheme, in described 3rd step, tunnel lining structure also comprises the construction of pilot hole before opening the first through hole, be specially: verify the second through hole on supporting member or the ground location corresponding to third through-hole, smooth location, surveying setting-out, erection rig also starts boring from top to bottom, obtains pilot hole; The first through hole is opened to by tunnel lining structure in position according to pilot hole.
Adopt construction method of the present invention, short construction period; Whole construction belongs to trenchless technology, does not need to carry out a large amount of excavations, and engineering quantity is few, workable, can keep original structure near tunnel, can play sedimentation protective action again, practical; The design of pilot hole, the accuracy of tunnel lining structure perforate is easily controlled, and security performance is high.
Except object described above, feature and advantage, the present invention also has other object, feature and advantage.Below with reference to figure, the present invention is further detailed explanation.
Accompanying drawing explanation
The accompanying drawing forming a application's part is used to provide a further understanding of the present invention, and schematic description and description of the present invention, for explaining the present invention, does not form inappropriate limitation of the present invention.In the accompanying drawings:
Fig. 1 is the tunnel subsidence protector section structure schematic diagram in use of the preferred embodiment of the present invention 1;
Fig. 2 is the C direction view of Fig. 1;
Fig. 3 is the B enlarged drawing in Fig. 1;
Fig. 4 is the another kind of structural representation that in Fig. 1, the lower end of draw-gear is fixed;
11-pile foundation, 111-first single-piece, 112-second single-piece, 12-brace summer, 13-draw-gear, 14-supporting member, 141-second through hole, 142-base, 143-third through-hole, 144-second ground tackle, 151-first ground tackle, 152-variable cross-section rubber washer, 153-waterproof mortar course, 01-tunnel lining structure, 011-first through hole, 02-horizontal plane.
Detailed description of the invention
Below in conjunction with accompanying drawing, embodiments of the invention are described in detail, but the multitude of different ways that the present invention can limit according to claim and cover is implemented.
Embodiment 1:
A kind of tunnel subsidence protector, refers to Fig. 1, Fig. 2 and Fig. 3, specifically comprises multiplely separately arranging protection single-piece, and the distance between adjacent two described protection single-pieces is 10-500 rice, can guarantee the stability of tunnel entirety.Can also select to arrange single protection single-piece or at least two interconnective protection single-pieces of other modes of mutually connecting or adopt according to actual conditions, meet the different needs, practical.
Described protection single-piece comprises pile foundation 11, brace summer 12, draw-gear 13 and supporting member 14, overall structure is simplified, and refers to Fig. 1, and described draw-gear 13 adopts single or many diameters to be the steel strand of 10-50 centimetre, parts easily obtain, and load is effective; Described brace summer 12 is precast support beam, cast-in-situ steel reinforced concrete brace summer can also be selected according to actual conditions, reserve time cast-in-place and hold the hole that passes through of draw-gear 13 and grouting hole, the upper surface of described brace summer 12 is best and horizontal plane 02 is in the same plane, but, also can according to actual conditions be designed to a little more than or lower than horizontal plane 02, convenient construction, practical.
The shape of described supporting member 14 and the inwall of tunnel lining structure 01 suitable; In the plane of the axis L2 perpendicular to tunnel lining structure, the projection Len got of described supporting member 14 is 1/1 to two/5th of the projection Len got of the inwall of tunnel lining structure, namely, on the same cross section perpendicular to the axis L2 of tunnel lining structure, the length of described supporting member 14 is 1/1 to two/5th of the length of the inwall of described liner structure; Described supporting member 14 is bolted on the inwall of tunnel lining structure 01, easy for installation, and fastness is good, other can also be selected according to the actual requirements can to realize supporting member 14 on the inwall of tunnel lining structure 01, fix the good fixed form of rear stability.Supporting member 14 fits tightly with the inwall of tunnel lining structure 01, in conjunction with the design of its size and structure, on the one hand can by the inwall being distributed to tunnel lining structure 01 relatively uniform for the pulling force of draw-gear 13, also tunnel lining structure 01 is played to the effect of reinforcement in longitudinal and transverse two directions simultaneously, the resistance to overturning of tunnel lining structure 01 when perforate and in follow-up operation can be ensured, thus effectively solve tunnel in the problem of soft layer location long-term settlement, greatly reduce maintenance cost.
Described pile foundation 11 comprises the first single-piece 111 and the second single-piece 112 being arranged on tunnel lining structure 01 both sides, refer to Fig. 1, described first single-piece 111 is single pile or a clump of piles with described second single-piece 112, preformed pile or castinplace pile can be adopted according to the actual requirements, good stability, practical; The two ends of described brace summer 12 are separately positioned in described first single-piece 111 and the second single-piece 112, described first single-piece 111 and the second single-piece 112 and the connected mode of described brace summer 12 all can adopt affixed, hinged and half affixed in one or more, both convenient installation, had again good fastness.Combined on the load parts that formed by pile foundation 11 and brace summer 12, the design of load parts and the selection of position thereof, both can bear the pulling force of draw-gear, can strengthen again the supporting capacity of soft foundation near operation tunnel; Described first single-piece 111 and the second single-piece 112 are 1-10 rice to the minimum perpendicular distance of the inwall of tunnel lining structure 01, guarantee overall stability.Adjacent two brace summers 12 or all brace summers 12 can also be designed to integrated formed structure according to the actual requirements.
The upper end of described draw-gear 13 is fixed on described brace summer 12 by ground tackle, and its lower end is run through tunnel lining structure 01 and is fixed on described supporting member 14, refers to Fig. 1 and Fig. 3.
Included angle A between the line L1 of the center of described first single-piece 111 and the center of described second the single-piece 112 and axis L2 of tunnel lining structure 01 is 20-90 ° (preferably bear the line in the centre of active force by the first single-piece 111 and the second single-piece 112, in view of tunnel lining structure axis L2 not necessarily completely with plane-parallel and described first single-piece 111 and described second single-piece 112 not necessarily identical perpendicular to the height on horizontal plane, therefore, included angle A mainly refers to the angle between line L1 projection gained straight line in the horizontal plane and axis L2 projection gained straight line in the horizontal plane), namely the first single-piece 111 vertically can arrange also can arrange with the second single-piece 112 position and tunnel and have a certain degree, refer to Fig. 2 (Fig. 2 is the top view of Fig. 1), the benefit of such design is: can meet durability requirements, ground building near tunnel can be avoided as much as possible again, structure etc. and make it keep intact.
The concrete fixed form that the lower end of described draw-gear 13 adopts refers to Fig. 3, be specially: described tunnel lining structure 01 is provided with the first through hole 011, described supporting member 14 is provided with second through hole 141 corresponding with described first through hole 011, and the lower end of described draw-gear 13 runs through described first through hole 011 successively by the first fixed part and the second through hole 141 is arranged; Described first fixed part comprises the first ground tackle 151, variable cross-section rubber washer 152 and waterproof mortar course 153, described first ground tackle 151 is arranged on the end face of the lower end of described draw-gear 13, the upper surface of described first ground tackle 151 is provided with described variable cross-section rubber washer 152, the material of described variable cross-section rubber washer 152 preferably adopts ethylene propylene diene rubber, the diameter 2-20 centimetre larger than the diameter of the second through hole 141 of its lower end, good seal performance; Described variable cross-section rubber washer 152 is arranged with described draw-gear 13 concentric; Described waterproof mortar course 153 is equipped with between described draw-gear 13 and described supporting member 14 and between described draw-gear 13 and tunnel lining structure 01, the metal washer that a thickness is not less than 5 millimeters can also be set up, the material of metal washer is iron or copper, metal washer is positioned at the outside of variable cross-section rubber washer 152, and contact with the upper surface of the first ground tackle 151 and the inner surface of supporting member 14, realize sealing, guarantee that underground water can not infiltrate the inside of tunnel lining structure.
In addition, the concrete fixed form that the lower end of described draw-gear 13 adopts can also be another structure, refer to Fig. 4, be specially: described tunnel lining structure 01 is provided with the first through hole 011, described supporting member 14 is provided with the base 142 towards tunnel lining structure 01 center, and described supporting member 14 and described base 142 are formed in one structure; Described base 142 is positioned at immediately below described first through hole 011, and which is provided with the third through-hole 143 corresponding with described first through hole 011, the lower end of described draw-gear 13 runs through described first through hole 011 and third through-hole 143 successively, and its end is provided with the second ground tackle 144.
The construction method of above-mentioned tunnel subsidence protector, specifically comprises following step:
The first step: construction stake basis 11 steps, pile foundation 11 herein adopts preformed pile or castinplace pile, be specially: verify the comparatively large corresponding ground location of soft layer operation tunnel regional subsidence distortion, according to upper building (containing planning to build), structure and construction distribution situation, geologic prospect report, underground pipeline and many-sided information such as cable burial, tunnel lining structure structure, determine construction location, surveying setting-out, described in 1-10m place, both sides, tunnel construction drill, castinplace pile to projected depth or static pressure squeezes into described preformed pile to projected depth;
Second step: fixed support component 14 step, be specially: the supporting member 14 with the second through hole 141 or third through-hole 143 is passed through multiple bolt on the inwall of tunnel lining structure 01, described second through hole 141 or third through-hole 143 can be the inwall highest points being positioned at tunnel lining structure 01, also other different positions can be selected according to the actual requirements, the selection of fixed support component 14 meets the following conditions: a, when carrying out perforate to tunnel lining structure, can ensure the stability of tunnel lining structure; After b, steel strand tension prestressing force, local can be avoided to occur, and larger stress is concentrated, and meanwhile, also can be distributed on the inwall of tunnel lining structure by the concentrated force of steel strand; The strength grade of concrete of c, employing should lower than C25;
3rd step: tunnel lining structure 01 opens the first through hole 011 step, and detailed process is as follows:
(1) construction of pilot hole, be specially: verify the second through hole 141 on supporting member 14 or the ground location corresponding to third through-hole 143 (i.e. bore position), smooth location, surveying setting-out, first wears internal point, and the guide peg of chisel edge is goed deep into internal point, then the correction in orientation is carried out, Auger limit jacking sleeve pipe is rotated on limit, evades special formation condition, correct the deviation of wearing road with this; The stratum details of passing through location in conjunction with geology exploration report are fully understood, prepare to hold the position passed through, verify and pass through location and whether there is the underground such as pipeline, cable ancillary facility, these ancillary facilities are destroyed when avoiding passing through, make a mark, erection rig, locating hole is made with little drill bit, according to drilling track and record data, confirm whether the axial deviation proportion in guiding hole is less than 2% of rock-bolt length, thus confirm whether this guiding hole can be used (taking certain safeguard procedures to prevent blending anti-collapse hole if desired); Then change reversion reaming bit, rotate reversion reaming (in the soil layer of instability, sleeve pipe retaining wall should be adopted to hole, collapse hole phenomenon etc. when can effectively prevent from holing) by rig, obtain pilot hole;
(2) water drilling or unbearable sampler is adopted to carry out perforate to tunnel lining structure 01, perforate can be carried out in the following ways: mounting operation platform on supporting member 14 in advance, this job platform allows the arrangement of unbearable sampler and jack, unbearable sampler limit jacking jack (the drill bit alignment guide hole of unbearable sampler) is opened on limit, completes like this to offer the first through hole 011 to tunnel lining structure; First through hole 011 is of a size of the 1.05-1.5 of draw-gear 13 diameter doubly; Described first through hole 011 is positioned at directly over described second through hole 141 or third through-hole 143, and the hole wall of the first through hole 011 preferably carries out dabbing process, cleans up, and keeps moistening, pastes the adhesive tape of water-swellable after swabbing mud;
4th step: draw-gear 13 construction sequence, specific as follows: described brace summer 12 is run through in the upper end of steel strand, the first through hole 011 on pilot hole, tunnel lining structure 01 and the second through hole 141 on supporting member 14 are passed through in its lower end, variable cross-section rubber washer 152 is enclosed within the lower end of steel strand, then adopt the first ground tackle 151 be clipped in steel strand bottom and be tentatively fixed on the inwall of supporting member 14, slip casting in first through hole 011 and the second through hole 141 is carried out filling and form waterproof mortar course 153, then prestressed stretch-draw is carried out, after proof stress to be tensioned reaches and stablizes, by ground tackle, the upper end of draw-gear 13 is fixed on described brace summer 12, or its lower end is run through successively the first through hole 011 and third through-hole 143, and by the second ground tackle 144 be clipped in steel strand bottom and be tentatively fixed on the inwall of supporting member 14, then prestressed stretch-draw is carried out, after proof stress to be tensioned reaches and stablizes, by ground tackle, the upper end of steel strand is fixed on described brace summer 12.Draw-gear 13 herein can also select according to the actual requirements many to be set up in parallel with steel strand, a branch of steel strand group or multi beam steel strand group be set up in parallel.
After completing above-mentioned construction, adopt end-blocking concrete protective or steel cage (material of ground tackle cover preferably adopts steel or plastics) protection (in steel cage can preservation fat) in all ground tackle positions.
Repeating the first step to the 4th step, constructing successively this tunnel subsidence protector every 10-500m along the larger region, location of operation tunnel direction soft layer sedimentation, finally completing the integral construction of Soft Soil Districts operation tunnel settlement Control.
In above operation, if groundwater table is higher around pilot hole, so when in a period of time after tunnel lining structure perforate, the infiltration of water is likely had at the bottom of the hole wall of pilot hole and/or hole, bring adverse influence will to like this construction or subway tunnel, therefore, can carry out in the following ways: the hole depth of pilot hole controls 20-50cm scope above distance tunnel lining structure bottom; Then perforate is carried out to tunnel lining structure, simultaneously, adopt freezing (liquid nitrogen freezing) at the bottom of the hole of pilot hole or hole wall carry out local or all freeze, the underground water reaching tunnel lining structure tapping cannot infiltrate into the object of tunnel lining structure inside because of frozen, again tunnel perforate and pilot hole are got through (getting through the remaining soil layer of 20 to 50cm), immediately to construct draw-gear, and take certain waterproof measure.
Adopt above-mentioned construction method, short construction period; Whole construction belongs to trenchless technology, does not need to carry out a large amount of excavations, and engineering quantity is few, workable, can keep original structure near tunnel, can play sedimentation protective action again, practical.
The foregoing is only the preferred embodiments of the present invention, be not limited to the present invention, for a person skilled in the art, the present invention can have various modifications and variations.Within the spirit and principles in the present invention all, any amendment done, equivalent replacement, improvement etc., all should be included within protection scope of the present invention.
Claims (8)
1. a tunnel subsidence protector, is characterized in that: comprise single or at least two protection single-pieces, is connected or separate setting between adjacent two protection single-pieces;
Described protection single-piece comprises pile foundation (11), brace summer (12), draw-gear (13) and supporting member (14);
The shape of described supporting member (14) and the inwall of tunnel lining structure suitable; In the plane of the axis (L2) perpendicular to tunnel lining structure, the projection Len got of described supporting member (14) is 1/1 to two/5th of the projection Len got of the inwall of tunnel lining structure;
Described pile foundation (11) comprises the first single-piece (111) and the second single-piece (112) that are arranged on tunnel lining structure both sides, and the two ends of described brace summer (12) are separately positioned in described first single-piece (111) and the second single-piece (112); Described first single-piece (111) and the second single-piece (112) are 1-10 rice to the minimum perpendicular distance of the inwall of tunnel lining structure;
The upper end of described draw-gear (13) is fixed on described brace summer (12), and its lower end is run through tunnel lining structure and is fixed on described supporting member (14);
Angle (A) between the line (L1) of the center of described first single-piece (111) and the center of described second single-piece (112) and the axis (L2) of tunnel lining structure is 20-90 °;
Described tunnel lining structure is provided with the first through hole (011), described supporting member (14) is provided with second through hole (141) corresponding with described first through hole (011), and the lower end of described draw-gear (13) runs through described first through hole (011) successively by the first fixed part and the second through hole (141) is arranged; Described first fixed part comprises the first ground tackle (151), variable cross-section rubber washer (152) and waterproof mortar course (153), described first ground tackle (151) is arranged on the end face of the lower end of described draw-gear (13), the upper surface of described first ground tackle (151) is provided with described variable cross-section rubber washer (152), and described variable cross-section rubber washer (152) and described draw-gear (13) concentric are arranged; Described waterproof mortar course (153) is equipped with between described draw-gear (13) and described supporting member (14) and between described draw-gear (13) and tunnel lining structure;
Or, described tunnel lining structure is provided with the first through hole (011), described supporting member (14) is provided with towards the base at tunnel lining structure center (142), and described supporting member (14) and described base (142) are formed in one structure; Described base (142) is positioned at immediately below described first through hole (011), and which is provided with the third through-hole (143) corresponding with described first through hole (011), the lower end of described draw-gear (13) runs through described first through hole (011) and third through-hole (143) successively, and its end is provided with the second ground tackle (144).
2. tunnel subsidence protector according to claim 1, is characterized in that: the distance between adjacent two described protection single-pieces is 10-500 rice.
3. tunnel subsidence protector according to claim 2, is characterized in that: described brace summer (12) is precast support beam or cast-in-situ steel reinforced concrete brace summer.
4. tunnel subsidence protector according to claim 3, it is characterized in that: described first single-piece (111) and described second single-piece (112) are single pile or a clump of piles, and the connected mode between both and described brace summer (12) be affixed, hinged and half affixed in one or more.
5. tunnel subsidence protector according to claim 4, is characterized in that: described draw-gear (13) is at least one steel strand, and the diameter of described steel strand is 10-50 centimetre.
6. tunnel subsidence protector according to claim 5, is characterized in that: the upper end of described draw-gear (13) is fixed on described brace summer (12) by ground tackle; Described supporting member (14) is bolted on the inwall of tunnel lining structure.
7. a construction method for the tunnel subsidence protector as described in claim 1-6 any one, is characterized in that: comprise following step:
The first step: construction stake basis (11), pile foundation (11) adopts preformed pile or castinplace pile, be specially: the ground location verifying region, tunnel, determine construction location, castinplace pile of constructing in both sides, tunnel is to projected depth or squeeze into preformed pile to projected depth;
Second step: fixed support component (14), is fixed on the inwall of tunnel lining structure by the supporting member (14) with the second through hole (141) or third through-hole (143);
3rd step: tunnel lining structure opens the first through hole (011), tunnel lining structure is carried out out the first through hole (011), described first through hole (011) is positioned at directly over described second through hole (141) or third through-hole (143);
4th step: draw-gear (13) is constructed, described brace summer (12) is run through in the upper end of draw-gear (13), its lower end is run through successively the first through hole (011) and the second through hole (141), and be fixed by the first ground tackle (151) and variable cross-section rubber washer (152), filling is carried out in slip casting in first through hole (011) and the second through hole (141) and forms waterproof mortar course (153), then prestressed stretch-draw is carried out, after proof stress to be tensioned reaches and stablizes, by ground tackle, the upper end of draw-gear (13) is fixed on described brace summer (12), or its lower end is run through successively the first through hole (011) and third through-hole (143), and be fixed by the second ground tackle (144), then prestressed stretch-draw is carried out, after proof stress to be tensioned reaches and stablizes, by ground tackle, the upper end of draw-gear (13) is fixed on described brace summer (12).
8. the construction method of tunnel subsidence protector according to claim 7, it is characterized in that: in described 3rd step, tunnel lining structure also comprises the construction of pilot hole before opening the first through hole (011), be specially: verify the second through hole (141) on supporting member (14) or the ground location corresponding to third through-hole (143), smooth location, surveying setting-out, erection rig also starts boring from top to bottom, obtains pilot hole; The position of foundation pilot hole is to tunnel lining structure being opened the first through hole (011).
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| CN201410367620.9A CN104120731B (en) | 2014-07-24 | 2014-07-24 | A kind of tunnel subsidence protector and construction method thereof |
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| CN201410367620.9A CN104120731B (en) | 2014-07-24 | 2014-07-24 | A kind of tunnel subsidence protector and construction method thereof |
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| CN104120731B true CN104120731B (en) | 2016-02-24 |
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Families Citing this family (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104675406B (en) * | 2015-01-06 | 2016-04-06 | 济南轨道交通集团有限公司 | A kind of stake cavity construction method of underground construction |
| CN104846838B (en) * | 2015-04-10 | 2016-11-02 | 中铁建大桥工程局集团第一工程有限公司 | The construction method of building is also built above a kind of super shallow-buried tunnel |
| CN105040746B (en) * | 2015-08-26 | 2016-08-24 | 济南轨道交通集团有限公司 | A kind of frame-type insulation blocking system and construction method thereof |
| CN105862959B (en) * | 2016-05-20 | 2018-04-03 | 中国电建集团华东勘测设计研究院有限公司 | A kind of device for shield tunnel back side soil disturbance |
| CN106909748B (en) * | 2017-03-07 | 2020-02-14 | 中冶沈勘工程技术有限公司 | Bearing capacity characteristic value calculation method for variable cross-section CFG pile composite foundation |
| CN107630500A (en) * | 2017-09-27 | 2018-01-26 | 广东景源建设工程有限公司 | A kind of water supply and drainage construction method |
| CN108868820A (en) * | 2018-09-30 | 2018-11-23 | 西南石油大学 | A kind of soft soil foundation shield tunnel subsidence control structure and application method |
| CN110468933B (en) * | 2019-08-16 | 2020-11-06 | 广州凌鼎建筑工程有限公司 | Mounting structure and mounting process of drainage pipeline |
| CN112412512B (en) * | 2020-11-26 | 2023-05-30 | 沈阳公路建设有限公司 | Protection device is used in tunnel construction based on municipal construction |
| CN113174964A (en) * | 2021-05-06 | 2021-07-27 | 哈尔滨工业大学 | Frame-suspension pile supporting structure system for protecting subway tunnel and construction method thereof |
| CN113982625A (en) * | 2021-10-12 | 2022-01-28 | 中国化学工程第十六建设有限公司 | Reinforcing device and method for preventing subway tunnel from settling in soft soil |
| CN115467367B (en) * | 2022-08-17 | 2023-06-16 | 湖北工业大学 | Construction method for actively compensating deformation of underpass operation tunnel in upper engineering construction |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2003138898A (en) * | 2001-11-06 | 2003-05-14 | Ohbayashi Corp | Tunnel structure |
| CN102733413A (en) * | 2012-06-18 | 2012-10-17 | 河海大学 | Method for controlling subsidence of operating subway tunnel |
| CN102767194A (en) * | 2012-07-13 | 2012-11-07 | 河海大学 | Construction method for treating operating metro tunnel settlement by using anchor cable method |
| CN102966356A (en) * | 2012-12-07 | 2013-03-13 | 河海大学 | Method for controlling upward flotation and deformation of liquefiable ground operating tunnel under action of earthquake |
| CN103573274A (en) * | 2013-11-11 | 2014-02-12 | 浙江大学 | Steel sleeve grouting reinforcement device for settlement control over shield tunnel of soft foundation |
| CN103741605A (en) * | 2013-11-01 | 2014-04-23 | 北京市重大项目建设指挥部办公室 | Method for restraining crack generation of beam body and restraining crack expansion of beam body |
-
2014
- 2014-07-24 CN CN201410367620.9A patent/CN104120731B/en not_active Expired - Fee Related
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2003138898A (en) * | 2001-11-06 | 2003-05-14 | Ohbayashi Corp | Tunnel structure |
| CN102733413A (en) * | 2012-06-18 | 2012-10-17 | 河海大学 | Method for controlling subsidence of operating subway tunnel |
| CN102767194A (en) * | 2012-07-13 | 2012-11-07 | 河海大学 | Construction method for treating operating metro tunnel settlement by using anchor cable method |
| CN102966356A (en) * | 2012-12-07 | 2013-03-13 | 河海大学 | Method for controlling upward flotation and deformation of liquefiable ground operating tunnel under action of earthquake |
| CN103741605A (en) * | 2013-11-01 | 2014-04-23 | 北京市重大项目建设指挥部办公室 | Method for restraining crack generation of beam body and restraining crack expansion of beam body |
| CN103573274A (en) * | 2013-11-11 | 2014-02-12 | 浙江大学 | Steel sleeve grouting reinforcement device for settlement control over shield tunnel of soft foundation |
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